401.01Description.This specification is applicable
to all types of asphalt concrete pavements irrespective of gradation of
aggregate, kind, and amount of asphalt binder, or pavement use.Deviations from these general requirements
are covered in the specific requirements for each type according to the
appropriate contract item or items.

Work consists of one or more courses of asphalt
concrete constructed on a prepared foundation.The asphalt concrete consists of a mixture of uniformly graded aggregate
and specified type and grade of asphalt binder.

Control all production processes to assure the
Engineerthat the mixture delivered to the paving site
is uniform in composition, conforms to the specification requirements and that
the placed mixture is free of any defect (ex.segregation, tenderness, lack of mixture and texture uniformity,
raveling, flushing, rutting, holes, debris etc.) within the Contractor’s control at project
completion.

The asphalt concrete pavement thickness shown on
the plans or stated in the Proposalis for the exclusive use in calculating the
weight required to be placed per unit of surface area.

If required to perform the mix design or quality
control, provide a laboratory and
personnel meeting the requirements of Supplement
1041 to perform mix design and quality control tests.

Calibrate asphalt
content nuclear gauges according to Supplement
1043 using personnel with a minimum
Level 2 rating according to Supplement
1041.Mix and test the calibration
verification sample with a Department employee present.

Provide and dispose of the solvent used for
cleaning the asphalt content nuclear gauge pans.

If 100 percent of coarse aggregate in an asphalt
mix design is steel slag, the Contractormay include steel slag as a maximum of up to
50 percent of fine aggregate.If a steel
slag source causes bulking (expansion resulting in flushing or material loss)
in asphalt concrete courses, the Laboratory will place limits on the amount of
steel slag allowed in a mix design.Bulking may occur when a large percentage of an asphalt mix design is steel
slag aggregate.Bulking may be shown
through testing, such as ASTM D 4792,
or through field failure such as, but not limited to, flushing on newer
pavement or apparent over-asphalting in production.The Department may require the steel slag
processor at any time to perform additional testing to verify steel slag
properties.Potential pavement performance
problems due to poor control of steel slag aggregate include bulking, poor
gradation and specific gravity control resulting in highly variable void
properties, excess soft pieces resulting in pock marks, flushing, etc.

Take prompt corrective action if mixture delivered
to the paving site is not uniform in composition, does not conform to the
specification requirements or is not free of any defect (ex.segregation, tenderness, lack of mixture and
texture uniformity, raveling, flushing, rutting, holes, debris etc.) within the
Contractor’s control as determined by
the Engineer.The Engineer will stop conditional acceptance
of the asphalt concrete for failure to correct problems.

Provide
reclaimed asphalt concrete pavement (RAP) per the following requirements when
choosing to use it in a mix.Failure to
follow these requirements will result in a rejection of the ContractorQCP (403.03);
restriction of any RAP use at the facility; and/or a change to Unconditional
Acceptanceat the facility.

The Contractormay use a blend of new materials in
combination with RAP obtained from verifiable Department or Ohio Turnpike
Commission projects.If the RAP is not
from the above sources or the source is unknown, process and blend the RAP into
a single uniform stockpile, test according to Level 3 Mix Design requirements
and obtain District approval for use. Obtain Laboratorywritten approval for use of unusually large,
old RAP stockpiles of unknown content and/or age.Include approved methods in the QCP for
ongoing processing and testing of these piles. Ensure no foreign or deleterious
material (703.04, 703.05)is present in RAP.

Ensure that the JMF falls within the quality,
gradation and asphalt binder content limits of the required mix item. For
Contractordesigned mixes ensure the JMF submittal
includes the percentages of RAP, virgin aggregates, and virgin asphalt binder
required for the mix item. Report all RAP test results and an average in the
JMF submittal.Identify the RAP in the
JMF submittal as to project origin and mix type(s).

Determine RAP properties and uniformity as
follows.Determine final RAP gradation
and asphalt binder content on a minimum of four separate stockpile (or roadway
for concurrent grinding) samples all agreeing within 0.4 percent for asphalt
binder content and 5 percent passing the No. 4 (4.75 mm) sieve.If fractionated RAP is used the gradation
requirement for uniformity does not apply.

Include RAP in a JMF submittal per table 401.04-1
unless specified differently in the applicable mix specification.For mixes that will contain up to 10 percent
RAP the JMF submittal is not required to include the RAP unless a virgin
polymer asphalt binder is used. For JMFs havingpolymer asphalt binder only submit at 0 or 10% RAP.If greater than 20 percent RAP is used in a
JMF submittal include an analysis of the recovered asphalt binder and blend per
Level 3 Mix Design procedures to determine the grade of virgin asphalt binder
to use.

TABLE 401.04-1

AsphaltMix Application

Percent RAP by Dry Weight of Mix

Comments

Surface Course

10 max

When a virgin polymer
asphalt binder is used.

Surface Course

20 max

For virgin non-polymer
asphalt binder in the JMF.

Intermediate Course

35 max

Any mix type used as an
intermediate course.

BaseCourse 301

50 max

The Laboratory will
establish the asphalt binder content.

BaseCourse 302

40 (30) max

A lower limit of 30 percent
will be required if poor productionmixing or coating is evident.

Always note on the daily quality control report
how much RAP is actually being used.Apply
a tolerance of +/-5.0% on the amount of RAP used if needed for a quality
control adjustment but do not exceed the limits of Table 401.04-1. If this
adjustment is not adequate for maintaining control of the mix submit a new JMF
for approval.

Include in the QCP methods to be used to meet the
following requirements:

Provide
enough space for meeting all RAP handling requirements at a hot mix
facility.Provide a clean, graded base
for stockpiles that does not collect water.Test blended RAP stockpiles to assure uniform gradation and asphalt
binder content. Ensure uniform stockpile properties match the JMF submitted RAP
properties unless the uniform stockpile will be processed into the asphalt
plant using plant cold feed in line processing.

If the uniform stockpile will be processed into
the asphalt plant using plant cold feed in line processing determine the
processed RAP properties for use in the mix design.Record in the JMF submittal both the uniform
stockpile and in line processed RAP properties.

If desired, use concurrent Department project RAP
in a stream process in place of stockpiling and testing for uniformity but do
so in the following manner.Concurrent
project RAP must be taken from one existing mix type on the concurrent project or
two existing mix types if both mix types are taken at the same time in one pass
of the milling machine.Submit a new JMF
for each existing mix type on the project (or each milling pass of two types)
desired for use as concurrent project RAP.Include in the QCP methods of validating RAP properties when using
concurrent project RAP. If these requirements are not met blend and test for
uniformity and apply the stockpile requirements of this specification.

For surface courses process RAP to less than 0.75
inch (19 mm) and place a 0.75 inch (19 mm) screen on the cold feed.For other courses place a 2-inch (50 mm)
screen on the cold feed.Ensure that the
RAP is the proper size to allow for complete breakdown in the plant.If mixing is incomplete, place a smaller
screen on the cold feed.

Maintain in the plant lab and control room an up
to date and dated site map of all tested and untested RAP stockpiles. Give each
stockpile a unique identification. Provide in the plant lab RAP properties for
each uniform, blended stockpile cross referenced with its identification.In addition, provide the date the stockpile
processing was completed and the stockpile estimated size in tons.The DET may require RAP pile staking for
failure to maintain the above. Do not add to a stockpile once it is tested for
uniformity.Provide signage at all
uniform stockpiles to inform haulers that uniform piles are not to be added to.

Stockpiles and processing methods are subject to
inspection and approval by the DET at any time.Rejection of stockpiles can occur for the presence of foreign or
deleterious materials, lack of uniformity, incomplete mixing in the asphalt
mixture, adding to piles, or moving RAP in a way not traceable thru the QCP
records and methods.The Laboratory will
resolve disputes over acceptability of RAP.

401.05Mixing
Plants.The
Department will approve mixing plants before preparation of the mixtures.General requirements for asphalt concrete
mixing plants are specified in Item 402.

Set the asphalt binder controls for the
computerized plant at the virgin asphalt binder content of the JMF at all times
unless change is authorized by the Laboratory.

401.06Weather Limitations.Place asphalt concrete only if
the surface is dry and if weather conditions are such that proper handling,
finishing, and compaction can be accomplished.Never place asphalt concrete if the surface temperature is below the
minimum established in Table 401.06-1.

Table 401.06-1

Course Thickness

Minimum Surface Temperature

3.0 inches (75 mm) and over

36 °F[1]

(2 °C[1])

1.5 to 2.9 inches (38 to 74 mm)

40 °F

(5 °C)

1.0 to 1.4 inches (25 to 37 mm)

50 °F

(10 °C)

Less than 1.0 inch (25 mm)

60 °F

(16 °C)

Variable Intermediate,
0 to 3.0 inches (0 to 75 mm)

40 °F

(5 °C)

[1]Instead of
36 °F
(2 °C),
use a minimum air temperature of 40 °F (5 °C)
if paving on an aggregate base or subgrade.

In addition to the above surface temperature
requirements, do not place surface courses if the air temperature is less than
40 °F
(5 °C).

For Type 1H asphalt concrete or any surface course
with a polymer modified asphalt binder, ensure that the surface of the existing
pavement is at least 50 °F (10 °C) and the air temperature is at least 50 °F (10
°C).

Do not place any Type 1H asphalt concrete or any
surface course with a polymer modified asphalt binder after November 1,
regardless of pavement or air temperature.

401.07Notification.Notify
the Engineerat least 24 hours before starting paving on a
project.After starting paving, if
paving operations are stopped for 1 week or more, notify the Engineer at least
24 hours before resuming paving on a project.

401.08AsphaltBinder.Heat the asphalt binder and
deliver it to the mixer within the temperature range specified in Table
702.00-1.Do not use asphalt binder
while it is foaming.Take samples using correct
new containers from the binder line between the last piping ‘tee’ and inlet
into the plant unless a different storage method requires a different sampling
location.

401.09AggregatePreparation.Feed aggregates in their
proper proportions and at a rate to permit correct and uniform control of
heating and drying.Remove all
aggregates in the plant that will produce a mix outside the temperature limits
or that contain excessive moisture or expanding gases causing foaming in the
mixture, and return them to the proper stockpiles.

401.10Mixing.Maintain the temperature of
the mix at the plant within the range set by the Laboratory for the JMF.The Engineerwill determine the required temperature of the
mixture on arrival at the project site based on the temperature range set for
the mix design and heat losses in transit.

For batch plants, after all of the aggregate is in
the mixer, add the asphalt binder in an evenly spread sheet over the full
length of the mixer.The mixing time is
defined as the interval between the start of application of the asphalt binder
and the opening of the mixer gate.Discharge all asphalt binder required for one batch in not more than 30
seconds.After the asphalt binder is
added, the Laboratory will establish a minimum mixing time, which will not be
less than 30 seconds.

401.11Hauling.Use trucks for hauling asphalt
concrete that have tight, clean, smooth metal beds from which the entire
quantity of mixture is discharged smoothly into the spreading equipment.

Before loading, apply a thin
coating of an approved release agent to the inside surfaces of the truck bed to
prevent adhesion of mixture to the bed surfaces.The Laboratory maintains a list of approved
release agents.Do not use fuel oil for
this purpose.Drain truck beds before
loading.

Provide a place off
the project for cleaning trucks when hauling polymer modified asphalt binder
mixes or when excessive sticking of material in truck beds occurs.If the Contractordoes not resolve excessive sticking of
material in truck beds in a reasonable time and the sticking is in areas of the
truck that would indicate excessive cooling of the mix (front corners, bottom,
etc.) due to a long haul, the Engineerwill require an insulated bed.The Contractor may only make changes in
policy regarding release agents for beds or other procedure changes for better
mix handling at the discretion of the Laboratory.

Equip each truck with a securely fastened,
waterproof cover of suitable material to adequately protect the mixture from
wind and weather.At the request of the
Engineer, remove covers before dumping
into the paver.

If transporting hot asphalt concrete at prevailing
air temperatures below 50 °F (10 °C) or if the length of haul exceeds 20 miles (32 km),
insulate all truck beds to maintain workable mix temperature, and ensure that
all covers are fastened to exclude the wind.Do not exceed a distance of 50 miles (80 km) from the asphalt concrete
plant to the paving site except by specific permission of the Department.

401.12SpreadingEquipment.Use self-contained spreading
equipment of sufficient size, power, and stability to receive, distribute, and
strike-off the asphalt concrete at rates and widths meeting the typical
sections and other details shown on the plans.Use spreading equipment that has automatic control systems that maintain
the screed in a constant position relative to profile and cross-slope
references.Ensure control of the screed
position is reasonably independent of irregularities in the underlying surface
and of the spreader operation.Equip
asphalt spreading equipment to prevent the segregation of coarse aggregate from
the remainder of the asphalt concrete when the material moves from the hopper
to the screed.Use means and methods
approved by the asphalt spreader manufacturer consisting of but not limited to
any combination of chain curtains, deflector plates, or other such devices.

For the following asphalt spreaders perform the
listed modifications:

A. Equip Blaw-Knox asphalt spreaders with the Blaw-Knox
Materials Management Kit (MMK) or an alternate equivalent kit.If an alternate kit is used pro-vide
documentation showing the Blaw Knox means and methods and that the al-ternate
methods used are equivalent.

Provide a letter to the Engineeridentifying modified asphalt spreaders to be
used and provide a certification statement and signature that the above
modifications were implemented on the listed asphalt spreaders.

The Engineerwill base final approval of spreading
equipment on the demonstrated capability of the equipment to place the mixture
to the required cross-section, profile and alignment in an acceptable, finished
condition ready for compaction.

Where the use of standard full-scale spreading
equipment is impractical due to the size or irregularity of the area to be
paved, use specialized equipment or hand methods approved by the Engineerto spread the asphalt concrete.

401.13Rollers.Use only steel wheel and pneumatic tire
types of rollers meeting the minimum requirements of the following tables.Conform to manufacturer’s specifications for all ballasting.

table 401.13-1ROLLER CAPACITY

Roller Type

Maximum Capacity
square yards per hour (m2/hr)

Tandem

700 (600)

Three-Wheel

700 (600)

Trench

15 per inch width (13 per 25 mm width)

Pneumatic Tire, Type 1

1000 (850)

Pneumatic Tire, Type 2

700 (600)

Vibratory, Vibrating Roll

15 per inch width (13 per 25 mm width)

Vibratory, Static Roll
(not vibrating)

3 per inch width (3 per 25 mm width)

table 401.13-2STEEL WHEEL ROLLERS

Roller Type

Three-
Wheel

Tandem

Vibratory
Static

Trench

Total weight, tons
(metric tons)

10

(9)

8 to 12

(7 to 11)

8 to 12

(7 to 11)

Compression rolls, pounds per inch width (kN/m), minimum

300

(53)

200

(35)

120

(21)

300

(53)

table 401.13-3PNEUMATIC TIRE ROLLERS

Type I

Tire size, minimum

9.00 ´ 20 in (229 ´ 508 mm)

Wheel load, minimum

5000 lb (2250 kg)

Average tire contact pressure, minimum

85 psi (590 kPa)

Type II

Tire size, minimum

7.50 ´ 15 in (191 ´ 381 mm)

Wheel load, minimum

2000 lb (900 kg)

Average tire contact pressure, minimum

55 psi (380 kPa)

For pneumatic tire rollers, use self-propelled,
reversible units with vertical oscillation on all wheels on at least one
axle.Determine the tire inflation
pressure necessary to meet the specified minimum contact area and contact
pressure requirements.Furnish the tire
manufacturer’s charts or tabulations to the Engineerfor verification of the required inflation
pressure.Check tire inflation pressure
as the Engineer directs and maintain it within 5 pounds per square inch (35
kPa) of the required pressure.

Provide rolls and wheels with the necessary
accessories to prevent adhesion of the mixture, and keep them properly
moistened with water, water containing a detergent, or water containing an
approved additive.Do not use excess
liquid.

401.14Conditioning Existing Surface.Clean the surface on which the
asphalt concrete is to be placed, and keep it free of accumulations of
materials that would, in the judgment of the Engineer, contaminate the mixture,
prevent bonding, or interfere with spreading operations.Where approved subgrade or pavement courses
previously constructed under the Contract become loosened, rutted, or otherwise
defective, correct the deficiency according to the contract item or items
involved before the spreading of a subsequent pavement course.

If a quantity of
asphalt concrete is specified for use in spot leveling or patching an existing
pavement surface, spread and compact the material needed to effect the
corrections as directed by the Engineer.

Paintcontact surfaces of curbing, gutters,
manholes, and other structures with a thin, uniform coating of asphalt material
before placing the asphalt concrete against them.

If placing asphalt
concrete against the vertical face of an existing pavement structure, clean the
vertical face of foreign material and apply asphalt material that results in a
coating of approximately 0.25 gallon per square yard (1 L/m2).

Before placing a
surface course onto an intermediate course, apply a tack coat to the
intermediate course according to 407.06.

In areas where the surface is required to be
feathered to meet an adjoining surface, coat the existing surface uniformly
with a thin coat of asphalt binder.

401.15Spreading, Finishing and Night
Work.Spreadingand
Finishing. Spread the mixture at a rate
calculated using the specified thickness and the compacted width of the
pavement course being placed, and the weight-to-volume conversion factors
established in 401.21.Maintain the actual rate of spreading the mixture equal to the required
calculated rate within the tolerance specified in 401.19.For pavement courses specified for leveling an
existing pavement surface, the actual rate of spreading the mixture may vary
from the required calculated rate as approved by the Engineerto accomplish the intended purpose.

For intermediate
courses, make the maximum compacted depth of any one layer 3 inches (75 mm).

Spread and finish the
mixture using approved equipment or methods such that compaction can follow
immediately.Preheat screeds before
placing any asphalt concrete.Use side
plates sufficient to contain the mixture laterally during spreading.If paving in excess of the nominal paver width, use only a
permanent extension or an adjustable extension with full auger extensions when
matching a previously placed pavement course.Use extensions that have the ability to heat.The Contractormay use strike-off plates on adjacent berm
areas.Perform supplemental hand forming
and tamping where irregularities develop and where placing the mixture by hand
methods.

Take prompt corrective
action if placed mixture is not free of any defect (ex.segregation, tenderness, lack of mixture and
texture uniformity, raveling, flushing, rutting, holes, debris etc.) within the
Contractor’s control and as determined
by the Engineer.Remove and replace, or otherwise correct, any
portion of the pavement course found to be defective in surface texture or
composition before or after compaction in a manner satisfactory to the
Engineer.Coordinate the spreading
operation with the rate of production and delivery of the mixture to attain
uniform, continuous progress.Avoid
erratic spreader operation due to irregular contact with the hauling vehicle,
surging in the feed and distribution of the mixture, or other cause.Maintain sufficient control of the spreading
equipment with regard to line and grade references so that the pavement course,
when compacted as specified, is in reasonable conformance with the Contract
Documents.

Do not displace or
damage bridge deck waterproofing membranes during spreading operations on the
membranes.

Do not allow traffic
on the compacted mixture until it has cooled sufficiently to prevent glazing as
determined by the Engineer.

After completion of
the surface course, seal gutters with asphalt binder as directed by the
Engineer.Apply the material at a uniform width of
approximately 4 inches (100 mm) and at a rate just sufficient to fill surface
voids.

Night Work.Do not start
night work or carry on day work into night work without operating an adequate
and approved lighting system.Night
work is defined as work performed from 30 minutes before sunset to 30 minutes
after sunrise.

Operation of adequate lighting system consists of
furnishing, installing, operating, maintaining, moving, and removing night time
lighting to illuminate construction work areas for night work.Obtain the Engineer’s approval of
the lighting at the beginning of the project and before starting the paving
operation by measuring the luminance.

Provide an
illuminated zone around all operating machinery.Provide an illuminated zone of at least 5
Foot-candles (55 lux) of lighting luminance in the immediate vicinity of
pavers, rollers, grinding equipment, material transfer vehicles, etc., and at
least 1 Foot-candle (10 lux) at 25 feet (7.6 m) from this equipment. Provide an
illuminated zone of at least 5 Foot-candles (55 lux) of lighting luminance in
the immediate vicinity of coring equipment and at least 1 Foot-candle (10 lux)
at 10 feet (3m). Position the light sources so they don’t interfere with or
impede traffic in any direction and do not cause glare for motorists or point
onto adjacent properties.Provide a
photometer capable of measuring the level of luminance on each night project.
Take luminance measurements at a height of 20 inches (500 millimeters) above
the roadway.

Obtain the
luminance level any time requested by the Engineer. Test the
illumination levels on the site each time a change in lighting configuration is
made.Replace non-functioning lamps
immediately. Check the luminaires aiming daily.Clean the luminaires regularly. Correct any deficient lighting within
one hour or the Engineer will terminate construction activities.

401.16Compaction.Immediately after spreading
the asphalt concrete and adjusting any surface irregularities, compact the
mixture uniformly using rollers conforming to 401.13.Do not use a spreading rate that exceeds the
total of the specified capacities of the rollers in use.However, if compacting a mixture spread as an
intermediate or pre-leveling course less than 1 inch (25 mm) thick, do not use
a spreading rate that exceeds twice the total capacity of the rollers in use.

Coordinate the spreading of the mixture with the
required roller coverage, considering the rate of cooling of the mixture as
affected by lift thickness and environmental conditions.Complete the required roller coverage during
the period of time in which the temperature of the mixture is sufficient for
the roller coverage to be effective in compacting the mixture.

Compact base mixtures using a combination of both
steel and Type I pneumatic tire rollers; however, in small areas, compact these
mixtures as approved by the Engineerusing any of the rollers specified in 401.13.

Compact intermediate and surface mixtures using a three-wheel roller in the
breakdown position (roller immediately behind the paver) of the roller train;
however, in small areas, compact these mixtures as approved by the Engineerusing any of the roller types specified in 401.13.

Compact variable depth courses using a combination
of both steel and pneumatic tire rollers; however, in small areas, compact
these mixtures as the Engineerapproves using any of the roller types
specified in 401.13.

For Type 1H asphalt concrete or mixes using a
polymer modified asphalt binder, give a copy of the JMF approval letter
containing the design compaction temperature to the Engineerbefore any mix is placed.Ensure that the mix temperature immediately
before rolling is not less than 290 °F (145 °C).Pneumatic
tire rollers are not recommended for polymer asphalt concrete because of
excessive pick up.

Do not use vibratory rollers on courses
with a thickness under 1 1/2 inches (38 mm).

If using vibratory rollers, supplement them with
three-wheel or pneumatic tire rollers.

Unless otherwise
directed, begin rolling at the sides and proceed longitudinally parallel to the
centerline at a slow, uniform speed.After each coverage or complete round trip, move the roller towards the
crown of the road to begin its next pass, overlapping the previous pass by at
least one-half the width of the previous pass.On superelevated curves, begin rolling at the low side and progress
toward the high side.Where a
longitudinal joint is being made, roll the joint then follow the applicable
rolling procedure.

Continue rolling until
full coverage of the course is complete and all roller marks are
eliminated.Take care to prevent
displacement of the edgeline and grade.Where displacement occurs, correct the area immediately in a manner
satisfactory to the Engineer.

Along curbs, headers,
walls, and in other areas not accessible to rollers, thoroughly compact the
mixture with hot, hand tampers or with mechanical tampers.On depressed areas, the Contractormay use trench rollers or rollers fitted with
compression strips.

Replace mixture that becomes loose, broken, contaminated,
or otherwise defective with fresh, hot mixture.Compact it to match with the surrounding area.

401.17Joints.Place the asphalt concrete mixture as continuous
as possible.Set up joints at the proper
height above the adjacent construction to receive maximum compaction.Where the edge of the new surface has been
significantly rounded by the action of traffic, trim it to a vertical face
before placing the adjacent pavement.On
projects where traffic is allowed to cross the edge of the new pavement lane,
complete the longitudinal joint of the adjacent lane or berm within 24 hours.

Form hot longitudinal joints using pavers
operating in contiguous lanes, one just ahead of the other.Maintain the distance between pavers in
adjacent lanes such that it does not exceed the distance that a normal size
load of mixture will cover.Alternate
loads of mixture between the pavers.Do
not allow rollers performing the initial rolling operation in one lane closer
than 12 inches (0.3 m) to the longitudinal joint until the adjacent lane is
placed.

Instead of hot joint construction using multiple pavers,
the Contractormay use full width construction with a single
unit paver.

Compact all cold longitudinal joints on
intermediate and surface courses using a three-wheel roller.

For surface courses, form or cut all transverse
construction joints to a vertical.

Seal all
cold longitudinal construction joints by coating the entire face of the cold
joint with a certified 702.01 PG binder or 702.13 Rubberized AsphaltEmulsion to
provide 100 percent coverage of the joint.Overlap the joint edges by at least 1/2 inch (13 mm).Seal all cold transverse construction joints
with a certified 702.01 PG binder or 702.13 Rubberized Asphalt Emulsion to
provide 100 percent coverage of the joint or with a certified 702.04 asphalt
material applied at a rate of 0.25 gallon per square yard (1 L/m2).

401.18AsphaltBinder Compatibility.If excess fat spots, regular
random areas of flushing, or excess drain down occur on a project that are not
attributable to over rolling, plant operation, or mix quality compared to the
JMF, the Department will consider the asphalt binder incompatible.The Department will reject any on-hand
asphalt binder because of incompatibility.The Department may use its discretion in determining if problem areas
can be corrected, but if an unsafe condition exists, remove and replace the
area in question.Demonstrate to the
Laboratory through reporting actual testing analysis the compatibility of
another asphalt binder and that proper equipment is in place in order to be
allowed to resume.

401.19Spreadingand Surface Tolerances.If a uniform course is specified, make checks and
adjustments to maintain the rate of spreading within a tolerance of ±5
percent of the required calculated weight per unit of area.

If a variable depth course is specified, place the
mixture as shown on the plans.

If a longitudinal profile is specified by
elevations on the plans, the longitudinal profile of the completed pavement
surface do not allow a deviation from parallel with the specified profile by
more than 7/8 inch in 50 feet (21 mm in 15 m).Before placing the surface course, check the profile of the preceding
course at 50-foot (15 m) intervals along the outside edge of each traffic lane
and along any additional line described in superelevation tables, and submit a
tabulation of the results to the Engineerfor approval.Perform corrective work necessary for compliance with the profile
tolerance before placing the surface course.The requirements of this paragraph do not apply to small incidental
areas of pavement less than 500 feet (150 m) in length.

Do not vary the transverse slope of the surface of
the completed course from the specified slope by more than 3/8 inch in 10 feet
(10 mm in 3 m).

Do not vary the surface of each completed
intermediate or surface course from the testing edge of a 10-foot (3 m)
straightedge by more than 1/4 inch (6 mm).Furnish straightedges and straightedges equipped with levels or other
devices satisfactory to the Engineer.The Engineer will check the surface course
for variations in slope or surface.

Correct variations in excess of slope or surface
tolerance by removing mixture to neat lines and replacing, or by surface
grinding in a manner satisfactory to the Engineer.

401.20AsphaltBinder Price Adjustment.Any contract item specifying
asphalt concrete is eligible for a price adjustment, if the Department’s
asphalt binder index shows the price for asphalt binders has increased or
decreased in excess of 5 percent and the adjustment is more than $100 for any
individual item.

If the ratio of the placing index (PI)
to the bidding index (BI) is greater than 1.05 or less than 0.95, the
Department will adjust compensation the Contractorreceives for work done each month under
contract items specifying asphalt concrete.The adjustment will apply to the price for asphalt binder used in those
contract items according to the following formula:

For a price increase:

For a price decrease:

Where:

PA =price
adjustment

C =BI´
percent virgin asphalt binder / 100

PI =placing
index *

Q =quantity
of asphalt concrete in tons (metric tons)

BI =bidding
index *

*Use the PG
Binder grade for the asphalt binder used.

The PI
is the average F.O.B. price for the PG Binder grade specified, as quoted by a
majority of Ohio suppliers for the
month the asphalt concrete is placed.The Department will secure the prices on the first business day of each
month and will post the PI for each PG Binder grade in the Office of
Contracts.The Department will use the
Metric Placing Index if the project is in metric units; otherwise, the
Department will use the English Placing Index.Only the calculated average prices will be available.If the price is not available from a majority
of the Ohio suppliers, then the
Director’s determination will be final.

The BI
is equal to the PI
for each PG Binder Grade for the month immediately before the month the project
is bid.The Department will use the
Metric Placing Index if the project is in metric units; otherwise, the
Department will use the English Placing Index.

The percent of virgin
asphalt binder used to calculate C is determined from the approved JMF.

The quantity of
asphalt concrete items (Q) is the authorized constructed quantity in tons
(metric tons) placed in the month being considered.If the contract item is in cubic yards (cubic
meters), the Department will convert the volume into tons (metric tons) using
the conversion factor established according to 401.21.

If contract items
specifying asphalt concrete are placed beyond an approved Contract Completion
Date and liquidated damages are applied for completion of the contracts, the
Department will base price adjustments on either the PI for the last month
before liquidated damages were applicable or the PI for the actual
month of placing, whichever is less.

At a minimum, the Department will calculate and
apply price adjustments at the end of each construction season and as soon as
practical after the completion of the project.

401.21Method of Measurement.The Contractoris responsible for recording the net weight of
each truckload of
mixture to the nearest 100 pounds (50 kg) in triplicate on plant ticket forms
approved by the Department.If the pay
quantities are established by platform scales, provide a tare weight for each
truck at the beginning of each day’s operation and a minimum of every 4 hours
of operation each day.The Engineermay require additional tare weight
measurements at any time.The Engineer
will have the right to monitor all weighing operations and may require
reweighing trucks at any time or location. Correct any discrepancies
immediately.Continued non-compliance
will result in the Department taking necessary and appropriate action, such as,
but not limited to, assigning a Department ticket writer to the plant.Send one copy of the plant ticket with each
load delivered to the paver and present it to the Engineer.

The Engineerwill convert the total of the
weights recorded on the plant tickets representing mixture finished according
to contract requirements to cubic yards (cubic meters) using a conversion
factor established by the Laboratory.The Laboratory will establish this conversion factor from the approved
JMF.However, if a mix design is not
available, the Laboratory will use the conversion factors in Table 401.21.If a uniform course is specified, the
Department will not pay for a number of cubic yards (cubic meters) that exceeds
the quantity calculated from plan lines and dimensions.

Table 401.21

Aggregate

lb/yd3

(kg/m3)

Graveland stone

4000

(2370)

Slag,less than 90 lb/yd3
(less than 1450 kg/m3)[1]

3600

(2135)

Slag,90 to 100 lb/yd3
(1450 to 1600 kg/m3)[1]

4000

(2370)

Slag,more than 100 lb/yd3
(more than 1600 kg/m3)[1]

4300

(2550)

[1]Based on
average dry rodded weight at the Laboratory.

401.22Basis of Payment.The Department will pay for all work
performed and measured as specified above according to the appropriate contract
items for each type.

The cost of sealing the joints is included in the unit
price bid for the asphalt concrete.

The Department will assess all costs against the Contractorthat it incurs as a result of taking necessary
and appropriate action due to the Contractor’s continued non-compliance.

If an unsafe condition exists, the Department will
not pay for removing and replacing incompatible asphalt binder areas.